Council archive · source document
Approved Plans MCU22-0085 & OPW22-0139 · MCU22/0085
Plans and drawings: the text below has words only, no drawings.
notes
1. Survey information to be confirmed by Licensed
Surveyor prior to construction. Where property
boundary locations are not clear, the contractor shall
organise an identification survey to locate required
boundaries .
2. Extent of site earthworks to be confirmed by
engineer &/or contractor on site prior to construction.
3. Contractor to confirm siting & orientation prior to
setout. Location of pontoon & pontoon setout to be
carried out by Licensed Surveyor.
4. All services to be located on site by contractor prior
to construction.
5. Do not scale off drawings, use figured dimensions
only. Any dimensions not nominated must be referred to
the Designer for confirmation. Contractor shall verify all
dimensions on site prior to construction.
8000 6. Pontoons, gangway, connections & walkway footing
to detail by others.
44.000m 24°45'0" Projected boundary property details
No. 65 The Peninsula
Noosaville QLD 4566
the peninsula
4000
4000
Noosa Shire Council
294°45'0"
Parish - Weyba
proposed
County - March
Lot 290 on RP856192
jetty
Site Area - 914m²
Site Coverage - N/A
114°45'0"
Zone - Low Density Residential
Overlays - Acid Sulphate Soils
- Flood Hazard
canal
13.500m
16000
21.500m
13500
11
.31
4m
24
9°4
5'0
"
36.000m 204°45'0" Projected boundary
signatures
NOOSA COUNCIL owner/s
APPROVED PLAN
MCU22/0085 & OPW22/0139
6 JUN 2022 site plan
1 1 : 200
builder
DESIGNER CHECKER WIND CATEGORY CLIENT PROJECT DRAWING NAME SHEET NO REV PROJECT NO
N o 9 W I L L S A V E N U E . G O L D E N B E A C H . Q L D . 4551
0409 612 231 | WWW.KUNKELBUILDINGDESIGN.COM.AU N ORT
H SDK SDK N3 JIM HUGHES NEW JETTY
No. 65 THE PENINSULA, NOOSAVILLE Q 4566
SITE PLAN 01
SHEETS IN SET
A 22.003
SCALE
A3
QBCC Lic No 1136721 REV DATE DRAWN ISSUE
A 08/02/22 SDK CONSTRUCTION ISSUE Lot 290 ON RP856192 2 1 : 200
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Any dimensions not nominated must be referred to the Designer for confirmation. The information contained within this document is the copyright of the Designer. Use or copying in whole or part without the written permission of the Designer constitutes an infringement of copyright. Minimum Design Standards: To be in accordance with current National Construction Code (NCC), Queensland Development Code (QDC), AS/NZS Standards, Building Regulations, Local Government Planning Scheme & Policies
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Page 2
Boundary line
Floor joists site welded to
5000 headstocks to engineers detail
200 200 200x50x3mm aluminium
floor joists @ 450 crs max.
70x45 kick rails - 22mm accoya timber or
200
50x50 shs handrail H4 equivalent decking over
site welded Do not fix jetty to
1000
1000
revetment wall 2/152x62x8mm structural
70x45 kick rail 'c' channel headstocks per pile
250mm deep fascia to perimeter
22mm accoya timber or Headstocks to piles to
equivalent decking Existing revetment wall engineers detail
250mm deep fascia
315 dia. pvc insitu piles
handrail detail to engineers details
3 1 : 50 100x75 composite fenders
section
4 1 : 50
Boundary Boundary
NOOSA COUNCIL
200x50x3mm aluminium 2/152x62x8mm structural APPROVED PLAN
floor joists @ 450mm crs max. 'c' channel headstocks per pile MCU22/0085 & OPW22/0139
1500 3250 3250
Do not fix jetty
1000 3125 3125 750 6 JUN 2022
100x75 composite 100x75 composite
70x45 kick rails fender posts to revetment wall fender posts
750
750
Do not fix jetty notes
jetty
1500
2000
to revetment wall 1. Contractor to confirm exact siting and orientation
750
prior to construction setout.
4000
2500
2. All building setout & confirmation of setbacks &
Rigid handrail to 250mm deep fascia height to be carried out by a Licensed Surveyor.
comply with Noosa 22mm accoya timber or
2500
Shire Council regulations 3. Do not scale off drawings, use figured dimensions
2000
H4 equivalent decking over only. Any dimensions not nominated must be referred to
Joists to butt into headstocks the Designer for confirmation. Contractor shall verify all
750
dimensions on site prior to construction.
with site welded connection
315 dia. pvc insitu piles 4. Levels & services locations to be confirmed prior to
5000 1500 1500 1875 1250 construction.
to engineers detail
5. Termite protection to be provided in accordance with
8000 750 750 clause 3.1.4 of the BCA (QLD variation) & AS3660.1.
Contractor to provide protection information for building
development application.
Boundary
Boundary
legend
Denotes dimension to centre line
aluminium framing sizes to engineers Denotes dimension to outside face
design & detail
signatures
owner/s
floor plan floor framing & footing plan
1 1 : 100
2 1 : 100
builder
DESIGNER CHECKER WIND CATEGORY CLIENT PROJECT DRAWING NAME SHEET NO REV PROJECT NO
N o 9 W I L L S A V E N U E . G O L D E N B E A C H . Q L D . 4551
0409 612 231 | WWW.KUNKELBUILDINGDESIGN.COM.AU N ORT
H SDK SDK N3 JIM HUGHES NEW JETTY
No. 65 THE PENINSULA, NOOSAVILLE Q 4566
FLOOR PLAN, FLOOR FRAMING PLAN &
TYPICAL SECTION
02
SHEETS IN SET
A 22.003
SCALE
A3
QBCC Lic No 1136721 REV DATE DRAWN ISSUE
A 08/02/22 SDK CONSTRUCTION ISSUE Lot 290 ON RP856192 2 As indicated
Do not scale from drawings. Dimensions are to be checked on site prior to commencement of work. Any dimensions not nominated must be referred to the Designer for confirmation. The information contained within this document is the copyright of the Designer. Use or copying in whole or part without the written permission of the Designer constitutes an infringement of copyright. Minimum Design Standards: To be in accordance with current National Construction Code (NCC), Queensland Development Code (QDC), AS/NZS Standards, Building Regulations, Local Government Planning Scheme & Policies
Page 3
1 - GENERAL NOTES: 5 - REINFORCED CONCRETE:
1.0 These drawings shall be read in conjunction with HR Design Group specification and 5.0 All work shall be in accordance with all current Australian Standards as a MINIMUM
certification, all architectural and other consultants drawings and specifications. work standard.
Any discrepancies shall be referred to the architect or project manager for a
decision before proceeding with the work. 5.1 Concrete shall have a characteristic compressive strength after 28 days of not less
than that listed below for the various concrete elements UNO.:
1.1 Dimensions SHALL NOT be obtained by scaling off the drawings. i) FOOTINGS - 25 MPa
1.2 All dimensions shall be checked by Builder prior to commencement of works. ii) INTERIOR GROUND SLABS - 25 MPa
iii) EXTERIOR GROUND SLABS - 32 MPa
1.3 Prior to the commencement of construction the Builder shall check and iv) BLOCKWORK CORE FILL - 20 MPa
co-ordinate with the Architect and other consultants all steps, falls, rebates, v) SUSPENDED SLABS - 40 MPa
setdowns, chases and penetrations. Any discrepancies with our drawings shall
be referred to us for clarification and/or revision. Under no circumstances 5.2 Minimum clear cover to reinforcing bar shall be in accordance with the following table. However
shall the Builder proceed with the works until all discrepancies have been cover to reinforcing noted on the plans shall take precedence over those stated in the table.
satisfactorily resolved. i) FOOTINGS - 50mm TO ALL SIDES
ii) INTERIOR GROUND SLABS - 30mm TOP & BOTTOM
1.4 All workmanship and materials shall be in accordance with the relevant Australian iii) EXTERIOR GROUND SLABS - 45mm TOP & BOTTOM
Standards, the BCA and local council regulations.
5.3 All concrete shall be mechanically vibrated. Vibrator shall not be used to spread
1.5 The contractor shall be responsible for the maintaining the structure and adjacent concrete.
structures in a stable condition, ensuring no part is overstressed during the works.
5.4 All concrete surfaces shall be cured using an approved method for seven (7) days
immediately after concrete is hard. Confirm method of curing with Engineer prior to
2 - SAFETY RISK & HAZARDS use. Following concrete placement and as required during the finishing process,
aliphatic alcohol or approved curing compound shall be applied to exposed surfaces
2.0 It is essential that an adequate safety plan is prepared by the contractor for the to limit moisture loss from the fresh concrete.
works. HR Design Group may not be aware of all safety risks and hazards involved
in this project and the absence of comment does not imply that there are no 5.5 Sizes of concrete elements do not include thickness of applied finishes.
risks or hazards.
5.6 Construction joints where not shown shall be located to the Engineer's approval.
5.7 No holes, chases, blockouts, ducts or embedment of pipes other than those shown
3 - LOADINGS: on the structural drawings shall be made in concrete members without prior approval
of the Engineer.
3.0 The structural work as shown on these drawings has been designed for the following
cases : 5.8 No additives shall be added or applied to the concrete mix without the approval of
i) General floor live load of 1.5 kPa uniform distributed load the Engineer.
ii) General floor live load of 1.8 kN point load
5.9 All steel reinforcement in concrete elements shall be inspected by the Engineer and
iii) Balcony and stair floor live load of 2.0 kPa uniform distributed load passed prior to pouring of any concrete.
3.1 Load combinations have been calculated in accordance with AS1170.1 requirements. 5.10 All reinforcement shall be supported on plastic chairs, generally at not greater than
800mm centres in both directions. Bars shall be tied at alternate intersections.
Conduits, pipes etc ... shall not be placed in the cover of the concrete.
4 - STRUCTURAL STEEL:
5.11 All reinforcement shall comply with the requirements of the relevant Australian
4.0 All steelwork shall be constructed in accordance with code of practice AS4100 Steel Structures Standards.
Code, AS1554, AS1163, AS3679, AS4600 and all other codes of practice referred to therein.
5.12 Concrete to have a maximum aggregate size of 20mm with 80mm maximum slump
4.1 Steel quality shall conform with the following Australian Standards UNO:
and a water/cement ratio of not greater than 0.65.
- Steel Plates & Sections AS3679 Grade 300
- Rectangular Hollow Sections AS1163 Grade C350 LO 5.13 The maximum permissible transport time for concrete between batching and placement
- Circular Hollow Sections AS1163 Grade C350 on site shall be in accordance with the following table.
- Square Hollow Sections AS1163 Grade C350
- Purlins/Girts AS1397 Grade G450 Z350 AMBIENT AIR MAX. BATCHING TO
TEMPERATURE PLACEMENT TIME
4.2 Unless noted otherwise all welds shall be 6mm continuous fillet E41XX electrode, 10° - 24°C 120 minutes
all bolts M16 4.6/S, all plates 10mm thick. 25° - 27°C 90 minutes
28° - 30°C 60 minutes
4.3 Unless noted otherwise, bolt holes shall be 2mm greater than specified bolt size.
31° - 33°C 45 minutes
4.4 The steelwork sub-contractor's shop drawings shall be submitted to the Engineer for 34° - 36°C 30 minutes
review before fabrication commences. 37°C+ No placement of concrete
unless chilled water or ice in mix
4.5 Fabricator to check all dimensions on site with contractor.
5.14 A leveling sand layer (50mm minimum in thickness) shall be placed under slab on
4.6 Internal steelwork shall be blast cleaned to class 1 and coated with minimum 100µm high
ground. The sand shall be salt free and compacted to 65% Density Index.
build Alkyd primer before erection. External steelwork shall be blast cleaned to class 2.5
and hot dipped galvanised to AS4680 with a coating mass of 600g/m 2 (average). 5.15 A vapour barrier (200µm thick polythene sheet) shall be placed beneath the slab on
ground so that the ground surface under the slab and thickenings is entirely covered in
4.7 The structural steel framework and bracing members shown on the plans are those
accordance with AS3610 and AS2870.
required in the design for the completed structure only and the contractor shall be
responsible for providing any necessary temporary connections, supports and bracing 5.16 Slab fabric shall be lapped one full panel of fabric plus 25mm so that the two
during the erection process to maintain the stability and safety of the steelwork outermost transverse wires of one sheet overlap the two outermost transverse wires of
throughout construction. the sheet being lapped by 25mm.
4.8 Encased steelwork shall not be painted and shall be wrapped with F41 fabric, 50 cover. 5.17 Where brittle floor coverings such as ceramic tile shall be used, an additional layer of
SL62 Mesh shall be added to the existing slab reinforcement. If no extra reinforcement
4.9 The steel fabricator shall provide all bolts necessary for the erection of the steelwork
is added covering should be delayed until 90 days after the slab has been placed.
and bolt holes and cleats necessary for the erection of timber works as shown, noted
or implied on these drawings or architects drawings and specification. 5.18 Where service pipes penetrate the floor and or walls provision should be made for
movement of the floor/walls.
4.10 The roof structure has been designed for normal roof loads only and does not allow
for any extraneous loads such as hoists, monorails etc ... except where shown on 5.19 All concrete shall be sampled and tested in accordance with AS 3600 adopting project
drawings. assessment method for compressive strength and slump compliance. The results of all
tests shall be promptly submitted to the Engineer for review.
4.11 When shop splices are necessary in beams, the position of the splice shall be
approved by the Engineer. 5.20 Diagonal reinforcement shall be placed at all re-entrant corners. 2/N12 or 3-L11TM
4.12 Provide protective coating on all steelwork partially embedded in concrete UNO. The 1500mm Min. long. Typical.
coating should be non-conductive and extend a minimum of 200mm into the concrete 5.21 The edge rebate shall be flashed and drained by weep holes at not more than 1m
in accordance with AS2312-2002 and a minimum of 100mm above the concrete. spacing. Weep holes shall be located above the finished ground level any
portion of a deepened rebate that cannot be drained shall be mortar filled.
NOOSA COUNCIL 5.22 Approved steel reinforcement systems may be used in lieu of that stated on our plans
(eg. Aquila steel "L" cage, Neumans F652 fabric etc ... ), provided the overall size of
APPROVED PLAN the footings and ground slab as detailed by us remains the same.
MCU22/0085 & OPW22/0139
5.23 All props and formwork under suspended concrete shall be removed before construction
of brickwork or blockwork above UNO.
6 JUN 2022
Issue Made By Date Description PROPOSED PONTOON Scale : N.T.S. NOTES:
A JVB 09/03/22 Issue for construction
at No.65 THE PENINSULA, NOOSAVILLE
REVISION
B LF 14/03/22 No change to this sheet. Re-issue. Job No.: 22-0097 1. Do not scale drawings.
2. Scale is correct at A3.
CLIENT: PONTOON WORKS
Dwg No.: S01 3. Check and verify all dimensions
Designed By : L. FRASER BEng (Civil) (Hons) GradIEAust Drawn By : JVB Date : 09/03/22 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 09/03/22 Ph: (07) 5444 5578 Email: [email protected] GENERAL NOTES
Page 4
FLOOR FRAMING SCHEDULE:
MARK SIZE DESCRIPTION
BR1 152x76x6.0 Rectangular Hollow Section Bearer (continuous span)
(Alloy & Temper - 6061/T6)
BR2 152x76x6.0 Rectangular Hollow Section Bearer (continuous span)
(Alloy & Temper - 6061/T6)
BR3 152x76x6.0 Rectangular Hollow Section Bearer (cont. span)
(Alloy & Temper - 6061/T6)
DJ1 200x50x3.0 Rectangular Hollow Section Deck Joist (continuos span)
(Alloy & Temper - 6060/T5 or 6106/T6)
SJ1 200x50x3.0 Rectangular Hollow Section Structural Joist (continuos span)
(Alloy & Temper - 6060/T5 or 6106/T6)
SJ2 200x50x3.0 Rectangular Hollow Section Structural Joist (continuos span)
(Alloy & Temper - 6060/T5 or 6106/T6)
TR1 2/200x50x3.0 Rectangular Hollow Section Trimmer
(Alloy & Temper - 6060/T5 or 6106/T6)
ST1 80x50x6.0 Rectangular Hollow Section Strut
(Alloy & Temper - 6060/T5 or 6106/T6)
C1 315Ø Jetted Concrete Piles Column
NOTES:
1. All floor joists to be at 450mm crs UNO.
315 outer diameter tube.
Filled with concrete, N50/20.
NOTE: Provide 6/N12 bars
All fixings, connectors, plates and angles and R10 helix with 150mm pitch.
to be Stainless Steel grade 316.
Property Boundary
NOTE:
All Steel to be protected
Approx Broadwater Bottom
as per AS/NZS 2312.1
NOTE: Cantilevered decking must not
All dissimilar metals to be be fixed to revetment wall.
Aluminum plate to end of jetty Hidden line indicates
isolated to prevent corrosion as specified by builder. location of ST1. Typical.
(Typical)
SJ1 DJ1
BR1 C1
C1
BR2 C1
C1
TBC by specilist contractor
BR1
(Typical)
SJ2
BR3
C1
65mm
315 outer diameter tube.
cover
Filled with concrete, N50/20.
Provide 6/N12 bars
TR1
DJ1
and R10 helix with 150mm pitch.
Similar to 'C'
C1
315mm Ø
Property Boundary
(Typical)
Pile depth to be confirmed with
specilist contractor and install piles
achieve minimum working loads:
NOOSA COUNCIL 315mm Ø Vertical load capacity - 21kN
Horizontal load capacity - 4kN
APPROVED PLAN Confirm depth with engineer prior to construction
MCU22/0085 & OPW22/0139 C1 - 315Ø PILE REINFORCEMENT
6 JUN 2022
Issue Made By Date Description PROPOSED PONTOON Scale : 1:100 / 1:10 NOTES:
A JVB 09/03/22 Issue for construction
at No.65 THE PENINSULA, NOOSAVILLE
REVISION
B LF 14/03/22 BR1, BR2 & BR3 specification amended Job No.: 22-0097 1. Do not scale drawings.
2. Scale is correct at A3.
CLIENT: PONTOON WORKS
Dwg No.: S02 3. Check and verify all dimensions
Designed By : L. FRASER BEng (Civil) (Hons) GradIEAust Drawn By : JVB Date : 09/03/22 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 09/03/22 Ph: (07) 5444 5578 Email: [email protected] BEARER & JOISTS LAYOUT
Page 5
SJ2
BR1
SJ2
TR1
80
Provide 50x80x3.0 Fabricated Unequal Angle Neoprene washers between
(Alloy & Temper - 6060/T5 or 6106/T6) all SS fixings and aluminum.
Provide 1/No.14 x 20mm SS tek screw each
with 2/No.14 x 20mm SS tek screw each way
connection with Neoprene washers between
400 all SS fixings and aluminum.
Typ 1 6mm end plates CFW all round and to BR2
ST ST
TR1
1
6mm stitch weld
both sides
weld 50mm miss 300mm
10mm end plates
6mm CFW
1 Typical.
1
1/M16 - 316 threaded
C1
rod through C1 Refer to S03
for reinforcement details
BR1 TR1
125x50x6.0mm UA
4mm CFW to BR2
4/M12 SS Grade 316
chemset anchors.
200mm min embedment. Provide 50x50x3.0 Equal Angle
High strength shrinkage Epoxy = REO 502 Neoprene washers between
(Alloy & Temper - 6060/T5 or 6106/T6)
compensated grout pad all SS fixings and aluminum. with 1/No.14 x 20mm SS tek screw each way
C1 below
BR2
BR1
Provide 50x80x3.0 Fabricated Unequal Angle
(Alloy & Temper - 6060/T5 or 6106/T6)
DJ1 with 2/No.14 x 20mm SS tek screw each way
C1
80
TR1
315mm Ø
Neoprene washers between
NOOSA COUNCIL
all SS fixings and aluminum.
APPROVED PLAN
MCU22/0085 & OPW22/0139
6 JUN 2022
Issue Made By Date Description PROPOSED PONTOON Scale : 1:10 NOTES:
A JVB 09/03/22 Issue for construction
at No.65 THE PENINSULA, NOOSAVILLE
REVISION
B LF 14/03/22 No change to this sheet. Re-issue. Job No.: 22-0097 1. Do not scale drawings.
2. Scale is correct at A3.
CLIENT: PONTOON WORKS
Dwg No.: S03 3. Check and verify all dimensions
Designed By : L. FRASER BEng (Civil) (Hons) GradIEAust Drawn By : JVB Date : 09/03/22 prior to commencement of work.
Certified By : B.R. CROMAR BEng (Civil) MIEAust CPEng RPEQ NER Date : 09/03/22 Ph: (07) 5444 5578 Email: [email protected] CONNECTION DETAILS
Used in these records
Approved Plans MCU22-0085 & OPW22-0139.pdfRelated documentApplication case desk ↗
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